CN101560790A - Combined masonry wall - Google Patents
Combined masonry wall Download PDFInfo
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- CN101560790A CN101560790A CNA2009100720317A CN200910072031A CN101560790A CN 101560790 A CN101560790 A CN 101560790A CN A2009100720317 A CNA2009100720317 A CN A2009100720317A CN 200910072031 A CN200910072031 A CN 200910072031A CN 101560790 A CN101560790 A CN 101560790A
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Abstract
The invention provides a combined masonry wall and relates to a building combined wall body. The wall aims to solve the problems that the prior combined masonry construction is inconvenient, the compression bearing capacity of a plastering layer cannot be exerted, and the shearing bearing capacity of the masonry is low. The wall has the advantages of low cost, convenient construction, use area increase, good quake resistance and the like. The wall comprises a masonry wall body 1, an outside plastering layer 2, a metal net 3, a pulling reinforcing rod 4, an anchoring reinforcing rod 5 and a floor concrete beam or plate 6-1, wherein the masonry wall body is a bearing masonry 1 or a light filling wall body 1-1; the plastering layer 2 is a cement mortar layer or a concrete surface layer; the pulling reinforcing rod 4 is positioned in a mortar layer to pull the metal net 3 on both sides; and the anchoring reinforcing rod 5 is anchored with the floor concrete beam or plate 6-1 and positioned in the plastering layer 2 to form the combined masonry wall plastered by metal. The wall is favorable for wall body reform and building quake resistance, reduces the construction cost, and increases the indoor using area. The wall has great significances on building quake resistance, new countryside construction, ground-saving building construction and social sustainable development.
Description
Technical field
The present invention relates to a kind of structure of building combined masonry wall.
Background technology
Existing " Code for design of masonry strucres " GB50003 stipulates that in the structure of combined masonry the vertical applied force bar diameter of combined masonry should be less than 8mm, and the mortar surface thickness is 30～45mm.The purposes of combined masonry is in order to increase the resistance to compression bearing capacity of masonry, and is more with reinforcing bar because screed is thicker, the construction inconvenience, and rare application combination masonry in new construction, combined masonry is mainly used in the stabilization works.
The compressive strength of the compressive strength rate motar of masonry panel is low, and for example the compressive strength design load of M15 motar is according to C15 concrete crushing strength design load 7.2N/mm
2, multiply by reduction coefficient 0.7 back again and be 5N/mm
2And the common brick of MU10～MU15 label, the masonry compression strength design load in masonry mortar label M5～M20 scope is 1.5～2.79N/mm
2, be about 1/3～1/2 of mortar compressive strength.In the ordinary masonry design, can not count the resistance to compression bearing capacity of motar, not give full play to the anti-pressure ability of mortar.
Common masonry panel is a fragile material, is that the shear strength design load with masonry multiply by normal stress influence coefficient ξ in the seismic design of masonry
N, as masonry at antidetonation shear strength design load, the ξ of brickwork
NIn 0.8～2.32 scope.But the shear strength design load of masonry is very low, " Code for design of masonry strucres " GB5003 regulation, and when the masonry mortar label was M5, brick wall shear strength design load was 0.11N/mm
2, when grade of mortar was not less than M10, the shear strength design load was 0.17N/mm to the maximum
2The antidetonation shear strength design load of brickwork is at (0.8～2.32) * (0.11～0.17)=0.088～0.3944N/mm
2Scope in.Antidetonation shear strength design load is low unfavorable to building aseismicity, some height provide fortification against earthquakes the area building, indoor load-bearing division wall often need design the 370mm brick wall to satisfy requirements for fortification against earthquake, has increased shock resistance though thicken brick wall, but also increased the body of wall deadweight, the also corresponding increase of geological process, and it is many to consume common brick, and it is many to damage the arable land, the body of wall area occupied is many, the waste soil, the construction stage energy consumption is big, the cost height.
Summary of the invention
The structure that the purpose of this invention is to provide a kind of combined masonry wall.The present invention be directed to current combined masonry and can not give full play to the vertical bearing capacity of its plaster skin coat, and common masonry panel anti-shear ability is poor, a series of problems that unfavorable building aseismicity caused.
The structure of combined masonry wall of the present invention is: the present invention includes the load-bearing masonry panel, exterior rendering layer, wire lath, socket reinforcing bar, flooring concrete beam or plate; The present invention also comprises anchor bar; Described masonry panel is a bearing masonry, described exterior rendering layer is cement screedn or concrete pavement, or the cement screedn of modification or concrete pavement, describedly socket the screed that reinforcing bar is positioned at masonry panel, socket reinforcing bar the both sides wire lath is socketed mutually, described anchor bar and flooring concrete beam or plate anchoring, anchor bar is positioned at the exterior rendering layer, wire lath and anchor bar satisfy the lap length requirement, constitute the combined masonry wall of metal net plaster.
Combined masonry wall of the present invention has enlarged the notion of combined masonry, combined masonry wall of the present invention can be given full play to the resistance to compression supporting capacity of mortar, increase considerably the anti-shear ability of masonry, the lightweight of frame construction is filled masonry also can become the combined masonry wall with anti-shear ability.Combined masonry wall easy construction of the present invention, the attenuate thickness of wall body reduces the consumption of loam brick or other masonry panel material, reduces construction cost, increase indoor usable floor area greatly, favourable building aseismicity has proposed new thinking to building aseismicity, and the present invention is to building aseismicity, to building the space-saving type building, to wall reform,, significant to social sustainable development to new countryside construction.
Description of drawings
Fig. 1 is a combined masonry wall construction elevation;
Fig. 2 is the A-A sectional drawing of Fig. 1;
Fig. 3 is the B-B sectional drawing of Fig. 1.
The specific embodiment
The specific embodiment one: see Fig. 1～Fig. 5, a kind of combined masonry wall of present embodiment is by load-bearing masonry panel 1, exterior rendering layer 2, wire lath 3, sockets reinforcing bar 4, anchor bar 5, flooring concrete beam or plate 6-1 and forms; Described masonry panel 1 is a bearing masonry, described exterior rendering layer 2 is cement screedn or concrete pavement, or the cement screedn of modification or concrete pavement, describedly socket the screed that reinforcing bar 4 is positioned at masonry panel 1, socket reinforcing bar 4 both sides wire lath 3 is socketed mutually, described anchor bar 5 and flooring concrete beam or plate 6-1 anchoring, anchor bar 5 is positioned at exterior rendering layer 2, wire lath 3 satisfies the lap length requirement with anchor bar 5, constitutes the combined masonry wall of metal net plaster.The cement screedn of modification or concrete pavement are meant Admixtures such as adding flyash, micro-expanding agent, and add cement screedn or the concrete pavement that fiber etc. is split in resistance, add resistance in plastering and split the crack that fiber can prevent that mortar from taking place because of drying shrinkage and segregation.
The vertical wire of wire lath is very thin in the present embodiment combined masonry wall, and vertical wire can not be equal to the combined masonry that vertical reinforcement is not set as compressive reinforcement, therefore is different from existing combined masonry.
Combined masonry of the present invention sockets wire lath and masonry panel in the exterior rendering layer by the reinforcing bar that sockets that is provided with in the masonry, make exterior rendering layer and masonry panel become integral body, because the wire of wire lath is intensive, externally the effect that sockets between floated coat and the masonry panel is better than the effect that sockets that reinforcing bar is set in the exterior rendering layer, also have anchor bar 5 and flooring concrete beam or plate 6-1 anchoring, anchor bar 5 is positioned at the exterior rendering layer, wire lath 3 should satisfy the lap length requirement with anchor bar 5, so the compressive strength that cement screedn or concrete pavement had of the exterior rendering layer of present embodiment can enter in the calculating of combined masonry wall pressurized.
The specific embodiment two: see Fig. 1, Fig. 4, the difference of the present embodiment and the specific embodiment one is: present embodiment increases post or concrete wall 6-2, anchor bar 5 also with post or concrete wall 6-2 anchoring.
The spacing of anchor bar should be not less than the resistance to tension of wire lath by the resistance to tension of anchor bar on the combined masonry unit length and determine.Anchor bar and flooring concrete beam or plate anchoring, and during also with post or concrete wall anchoring, the combined masonry wall of formation is the combined masonry that disposes vertical and horizontal steel wire, connects with being connected by anchor bar of agent structure.Reinforcing bar or steel wire are tensions within the walls under the shearing force effect, therefore vertical and horizontal steel wire can play the effect of tensile reinforcement, make the floated coat of combined masonry wall have the ability of opposing horizontal movement, the anti-shearing bearing capacity of combined masonry load bearing wall is anti-shearing bearing capacity of wire lath exterior rendering layer and the anti-shearing bearing capacity sum of masonry panel.
The specific embodiment three: see Fig. 1～Fig. 5, the difference of the present embodiment and the specific embodiment two is: a kind of combined masonry wall of present embodiment is filled masonry 1-1 by lightweight and is substituted load-bearing masonry panel 1.Present embodiment is applicable to the light-weight filled wall of frame construction, the combined masonry wall of the metal net plaster of light-weight filled wall masonry is the anti-shearing body of wall with opposing horizontal movement ability, its anti-shearing bearing capacity is the anti-shearing bearing capacity that contains wire lath exterior rendering layer, sees sequence number 3 numerical value in the calculated description example subordinate list 2.
The wire lath of combined masonry wall both sides should overlap colligation mutually at the place, hole, satisfies the lap length requirement.
The specific embodiment four: see Fig. 1～Fig. 4, the difference of the present embodiment and the specific embodiment one～three is: present embodiment increases the vertical stiffener 7 in hole, hole horizontal reinforcement 8; The vertical stiffener 7 in hole is positioned at the door and window hole side, the vertical stiffener 7 in hole is anchored in flooring concrete beam or the plate 6-1, hole horizontal reinforcement 8 is connected with vertical stiffener 7, and vertical stiffener 7 in hole and hole horizontal reinforcement 8 are positioned at the exterior rendering layer 2 of corner, hole.
The specific embodiment five: the difference of the present embodiment and the specific embodiment one～four is: the wire lath 3 of present embodiment is substituted by alkaline-resisting screen cloth 3-1.
Alkaline-resisting screen cloth be in " alkali-resistant glass fibre screen cloth " JCT-841-2007 standard to the abbreviation of alkali-resistant glass fibre screen cloth, abroad also have and produce alkaline-resisting screen cloth.During with alkaline-resisting screen cloth alternative metals net, must carry out the 1st time earlier on masonry panel plasters, brushing interfacial agents then (being bonding agent), on pasting alkaline-resisting screen cloth on the masonry panel, when plastering for the 2nd time, should plaster under the interfacial agents dampness, plaster as the interfacial agents drying brushing interfacial agents again of having brushed, alkaline-resisting screen cloth must satisfy the lap length requirement with anchor bar.
Except that the reinforcing steel bar of hole, anchor bar 2 can be Ф 4 galvanizing steels usually.During construction anchor bar is curved right angle type, anchor bar is inner to be connected and fixed with the concrete reinforcing bar binding of agent structure, an overhanging side that anchor bar is curved the right angle pastes on the template with adhesive tape, be convenient to after the form removal anchor bar be pulled out, so though pre-buried anchor bar quantity is many, invar muscle diameter is little, and it is very convenient to construct.The corrosion resistance and good of after heat zinc plated mild carbon steel silk screen and Ф 4 galvanizing steels can not increase the exterior rendering layer thickness, gets final product finish coat easy construction, the mortar surface layer health guaranteed strength of should watering by common depth of plastering 20～22mm.
The specific embodiment six: present embodiment and the specific embodiment two with three difference are: the steel mesh reinforcement that the wire lath 3 of present embodiment is formed by vertical reinforcing bars and horizontal reinforcement substitutes, and vertically reinforcing bar is connected with the anchor bar 5 of level and vertical direction respectively with horizontal reinforcement.
The specific embodiment seven: the difference of the present embodiment and the specific embodiment one is: the flooring concrete beam of present embodiment or plate 6-1 are substituted by flooring steel reinforced concrete combination fine strain of millet plate.
Combined masonry of the present invention has following meaning:
1, reduces bearing wall cost and foundation cost.
The metal net plaster combined masonry wall reduces the masonry project amount because of attenuate masonry panel thickness, considers the gauze wire cloth and the anchor bar cost of increase, can reduce the about 25 yuan/m of partition wall cost
2, (by 0.25 yuan/piece of current Heilungkiang common brick and current labour cost level calculation, and some regional common bricks of south reach 0.50 yuan/piece, and reducing cost can be more to account for cost 25%! )! The combined masonry brick wall of 120mm reduces division wall weight 43%, corresponding reduction foundation cost than the common brick wall of 240mm.
2, increase indoor usable floor area, combined masonry wall is the space-saving type body of wall.Partition wall attenuate 120mm could increase usable floor area 6%～7% approximately, and national new building may increase several ten million square metres of indoor usable floor areas every year!
3, because of cost is low, favourable wall changes and increase indoor usable floor area, and is significant to new countryside construction.
When adopting 1/2 brick wall, promptly the brick wall of thickness 120mm according to the combined masonry computational rules, can calculate ratio of height to thickness by thickness of wall body 160mm, and calculate the bearing capacity influence coefficient thus
Its vertical bearing capacity can satisfy weighted design requirement in most cases, sees the gross weight of the 1st of the 1st resistance to compression bearing capacity of calculated description subordinate list 1 and subordinate list 4.120mm brick compound wall reduces the amount of building by laying bricks or stones 50% than building the 240mm brick wall usually by laying bricks or stones, in the individual layer and low-rise building of rural development, whole or most of needs that utilize the second-hand brick of removing just can satisfy construction, greatly save constructional materials, reduce again and fire and transport the energy consumption that takes place in the common brick, avoid damaging and plough, realize the wall reform in rural area in advance.
4, wide application.
The combined masonry brick wall of 120mm can satisfy the following weighted design requirement of the most situation of partition wall in the multistory civil building, and to height provide fortification against earthquakes the building significant.
5, new thinking has been proposed building aseismicity.
1) 120mm brick compound wall is not less than the anti-shearing bearing capacity of antidetonation of the common brick wall of 370mm in the calculated description example subordinate list 2, the diameter that increases steel wire twine footpath more also can increase the anti-shearing bearing capacity of combined masonry wall greatly, so combined masonry wall of the present invention, as long as satisfy the requirement of resistance to compression Design of Bearing Capacity, just can be easy to satisfy requirements for fortification against earthquake.By subordinate list 4 as can be known, 120mm gauze wire cloth combination brick wall can satisfy the following weighted design requirement of the most situation of partition wall in the multistory civil building, and satisfies requirements for fortification against earthquake simultaneously.
2) dwelling house to horizontal wall load-bearing carries out the load analysis as can be known, 6 layers of masonry building adopt 120mm combined masonry brick wall, consider deadweight of 120mm combination brick wall body of wall and floor load, set up defences by earthquake row degree 8 degree and 9 degree when setting up defences, the anti-shearing bearing capacity of antidetonation of 120mm gauze wire cloth brick compound wall is respectively that it is at normal 2～2.4 times, 1.5～1.8 times of meeting geological process down cut power, increase the safety stock of antidetonation, seen attached list 5.And stipulate that in " seismic design provision in building code " 50011 multistory building that 9 degree are set up defences allows the number of plies only to be 4 layers.So may increasing building storey for the multi-story masonry building in high earthquake intensity area, combined masonry wall of the present invention provides condition.
3) the present invention also makes the gauze wire cloth lightweight filling combined masonry wall of frame construction have the ability of suitable opposing horizontal movement, can significantly reduce the quantity that concrete shear force wall is set, and reduces construction cost, and is significant to earthquake zone building and highrise building.
6, the quantity of minimizing building wall amount, minimizing concrete shear force wall is exactly to reduce the construction stage energy consumption significantly, reduces and fires loam brick destruction arable land.
The present invention has enlarged the notion of combined masonry, and easy construction is to reducing construction cost, to wall reform, to reducing the construction energy consumption, to building aseismicity wind resistance, significant to building the space-saving type building.
Calculated description
One, masonry axial compression bearing capacity calculation:
Press 2.6～2.8 meters of masonry height, the exterior rendering layer is the compressive strength design load of M15 mortar, and both sides floated coat thickness 40mm is according to C15 concrete crushing strength design load 7.2N/mm
2, multiply by reduction coefficient 0.7 back again and be f
c=5N/mm
2, masonry compression strength design load f=1.5～2.79N/mm
2, every linear meter masonry axial compression bearing capacity calculation the results are shown in subordinate list 1:
In the contrast subordinate list 1 the resistance to compression bearing capacity numerical value of sequence number 1 and sequence number 2 as seen, 120mm gauze wire cloth brick compound wall has suitable resistance to compression bearing capacity.
Two, the anti-shearing bearing capacity calculation of different masonries:
Be the example computational analysis with body of wall height 2.6m (press floor height 2.8m, deduct collar tie beam back wall clear height 2.6m and calculate).
1, calculate the anti-shearing bearing capacity that every linear meter contains the combined masonry wall of metal lath and plaster:
Cement mortar floated coat thickness 20mm, strength classes of mortar is M15, establish Ф 2.0 or Ф 1.6, mesh in the floated coat and be 25 * 25 galvanized electric welded mesh, with Ф 4 galvanizing steels as with the anchor bar of flooring and post, steel wire and Ф 4 tensile strength of reinforcement design loads are all got 210N/mm
2Reach the 142nd page of (10.5.4) formula of " Code for design of concrete structures " GB50010 with reference to the 71st page of (7.2.8-2) formula among " seismic design provision in building code " GB50011:
1) during Ф 2.0 gauze wire cloths, Ф 2.0 aggregate areas of wires of height 2.6m body of wall both sides are
Ф 4 zinc-plated anchor bar spacings should be 100mm, and the anti-shearing bearing capacity of screed is:
In the formula, ft=0.91 is a M15 cement mortar tensile strength design load, the N/mm of unit
2
0.7 be according to concrete strength reduction factor with mortar ratio;
40 is both sides floated coat thickness, the mm of unit
2
2) during Ф 1.6 gauze wire cloths, the Ф 1.6 steel wire areas of height 2.6m body of wall are
Ф 4 zinc-plated anchor bar spacings should be 150mm, and the anti-shearing bearing capacity of screed is:
2, calculate the anti-shearing bearing capacity of every linear meter 240mm brick wall:
By the background technology narration as can be known, the antidetonation shear strength design load f of brickwork
VE=0.088～0.3944N/mm
2Calculate the antidetonation anti-shear ability of brick wall by the 71st page of (7.2.8-2) formula of earthquake resistant code:
f
VE bh
0＝(0.088～0.3944)bh
0＝(0.088～0.3944)×240×1000＝(21120～94656)N//m＝2.12～9.47t/m。
3, gather the anti-shearing bearing capacity of different masonries, see attached list 2, wherein combined masonry both sides floated coat contains Ф 1.6 gauze wire cloths:
The anti-shearing bearing capacity summary sheet of subordinate list 2 different masonries:
| Sequence number | The masonry form | The anti-shearing bearing capacity of antidetonation (t/m) |
| 1 | 120mm gauze wire cloth brick compound wall | (2.12～9.47)+2+10.05＝11.1～14.8≈11.1～14.8 |
| 2 | 240mm gauze wire cloth brick compound wall | (2.12～9.47)+10.05＝12.2～19.5 |
| 3 | Lightweight is filled masonry gauze wire cloth compound wall | 10.05, only be the anti-shearing bearing capacity of cement mortar and gauze wire cloth, disregard the anti-shearing bearing capacity of lightweight allowable ratio of height to sectional thickness of masonry wall or |
| 4 | 240 common brick walls | 2.12～9.47 |
| 5 | 370 common brick walls | (2.12～9.47)×1.5＝3.18～14.21 |
By subordinate list 2 as seen,
Three, indoor load-bearing at interval the load of body of wall compile
Press the 3.6m standard width of a room in an old-style house, brick wall height 2.7～2.9m calculates.
1, floor load:
Every floor area load weight is by slow-witted lotus+work lotus=[(0.35～0.4) * 1.35+0.2 * 1.4] 3.6
＝0.4725～0.54+0.28]3.6＝3.6(0.7525～0.82)＝2.7～2.95t/m；
6 floor plate load gross weight=(2.7～2.95) * 6=16.2～17.7t/m.
2, body of wall sees attached list 3 from re-computation:
| The body of wall classification | Every layer of body of wall deadweight t/m | 6 layers of wall weight * 1.35t/ |
|
| 1 | 120 brick walls | Wide by 0.16 * high (2.7～2.9) * |
(5.1 8～5.57)×1.35＝7.52～7.83 |
| 2 | 240 brick walls | Wide by 0.28 * high (2.7～2.9) * |
(9.07～9.744)×1.35＝12.25～13.15 |
| 3 | 370 brick walls | Wide by 0.41 * high (2.7～2.9) * |
(13.28～14.27)×1.35＝17.93～19.26 |
3, the indoor bearing wall of six-floor buildings bears gravity load and often meets shearing force under the geological process and compile and see attached list 4:
46 layers of architecture indoor bearing wall of subordinate list bear gravity load and normal shearing force of meeting under the geological process is compiled table:
4, the shock resistance of the different bodies of wall of contrast:
The shock resistance of the different bodies of wall of subordinate list 5 contrasts
Claims (7)
1, a kind of combined masonry wall construction, it comprises load-bearing masonry panel (1), exterior rendering layer (2), wire lath (3), sockets reinforcing bar (4), flooring concrete beam or plate (6-1); It is characterized in that it also comprises anchor bar (5); Described masonry panel (1) is a bearing masonry, described exterior rendering layer (2) is cement screedn or concrete pavement, or the cement screedn of modification or concrete pavement, describedly socket the screed that reinforcing bar (4) is positioned at masonry panel (1), socketing reinforcing bar (4) sockets both sides wire lath (3) mutually, described anchor bar (5) and flooring concrete beam or plate (6-1) anchoring, anchor bar (5) is positioned at exterior rendering layer (2), wire lath (3) satisfies the lap length requirement with anchor bar (5), constitutes the combined masonry wall of metal net plaster.
2, a kind of combined masonry wall construction according to claim 1 is characterized in that increasing post or concrete wall (6-2), anchor bar (5) also with post or concrete wall (6-2) anchoring.
3, a combined masonry wall construction according to claim 2 is characterized in that combined masonry wall fills masonry (1-1) by lightweight and substitute load-bearing masonry panel (1).
4, according to claim 1 and 3 described combined masonry wall constructions, it is characterized in that increasing the vertical stiffener in hole (7), hole horizontal reinforcement (8)); The vertical stiffener in hole (7) is positioned at the door and window hole side, the vertical stiffener in hole (7) is anchored in flooring concrete beam or the plate (6-1), hole horizontal reinforcement (8) is connected with vertical stiffener (7), and vertical stiffener in hole (7) and hole horizontal reinforcement (8) are positioned at the exterior rendering layer (2) of corner, hole.
5, a combined masonry wall construction according to claim 1 is characterized in that wire lath (3) is substituted by alkaline-resisting screen cloth (3-1).
6, according to claim 2 and 3 described combined masonry wall constructions, it is characterized in that wire lath (3) is substituted by the steel mesh reinforcement of vertical reinforcing bar and horizontal reinforcement composition, vertical reinforcing bar is connected with the anchor bar (5) of level and vertical direction respectively with horizontal reinforcement.
7, a kind of combined masonry wall construction according to claim 1 is characterized in that flooring concrete beam or plate (6-1) are substituted by flooring steel reinforced concrete combination fine strain of millet plate.
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| CNA2009100720317A CN101560790A (en) | 2009-05-14 | 2009-05-14 | Combined masonry wall |
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| CNA2009100720317A CN101560790A (en) | 2009-05-14 | 2009-05-14 | Combined masonry wall |
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ID=41219749
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102268900A (en) * | 2011-06-11 | 2011-12-07 | 广州大学 | Damped anti-seismic filling wallboard for framework |
| CN102363984A (en) * | 2010-03-22 | 2012-02-29 | 吴淑环 | Plastered insulated compound wall body with nets on both sides |
| CN104047375A (en) * | 2014-04-16 | 2014-09-17 | 中建四局第三建筑工程有限公司 | Structure for brickwork connection and construction method |
| CN111485668A (en) * | 2019-01-29 | 2020-08-04 | 河南天久装配式建筑有限公司 | Novel light sandwich concrete masonry structure and construction method |
-
2009
- 2009-05-14 CN CNA2009100720317A patent/CN101560790A/en active Pending
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102363984A (en) * | 2010-03-22 | 2012-02-29 | 吴淑环 | Plastered insulated compound wall body with nets on both sides |
| CN102268900A (en) * | 2011-06-11 | 2011-12-07 | 广州大学 | Damped anti-seismic filling wallboard for framework |
| CN102268900B (en) * | 2011-06-11 | 2012-12-19 | 广州大学 | Damped anti-seismic filling wallboard for framework |
| CN104047375A (en) * | 2014-04-16 | 2014-09-17 | 中建四局第三建筑工程有限公司 | Structure for brickwork connection and construction method |
| CN111485668A (en) * | 2019-01-29 | 2020-08-04 | 河南天久装配式建筑有限公司 | Novel light sandwich concrete masonry structure and construction method |
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Application publication date: 20091021 |